Minutes of the Public Hearing held October 17, 2023
Minutes from the public hearing session held in mid-October 2023.
3.6 OPENING DAY POST DEVELOPMENT CONDITIONS
The opening day post-development conditions were analyzed by adding the development trips to background traffic volumes.
At Island Highway / Prince Robert Drive, the northbound movement drops to LOS F in the AM / PM peak hour with the development. A maximum V/C ratio remains at 0.82 for the northbound movement, which does not exceed a general threshold (0.95) for mitigation. The westbound left turn volumes were estimated at 25 / 26 vehicles in the AM / PM peak hour with the development. The estimated westbound left queues increase to unacceptable lengths of 26m / 29m during the AM / PM peak hour; a westbound left turn lane should be considered. The northbound queue length on Prince Robert Drive was estimated at 30m in the AM peak hour which does not block the proposed access (35m spaced from Island Highway).
Based on the 2025 AM / PM post development volumes, a westbound left turn lane is warranted (BC MOTI Warrant manual). A dedicated westbound left turn lane should be installed for safety with the development. Implementation of a westbound left turn lane makes delays at the side street slightly less based on the Synchro result. As an alternative traffic control for Island Highway / Prince Robert Drive, the warrant analysis for a traffic signal is described in Section 5.3.
The proposed development will have little impact on traffic operations at the other two study intersections. At Island Highway / Burnett Road, the stop-controlled southbound movement will drop to LOS E (average delay: 37.4 seconds) with 2-4 seconds of additional delays in the AM and PM peak hours with no queuing issue. The intersection of Island Highway / Jedburgh Road will continue to operate at LOS C or better for all movements in the AM and PM peak hours.
See Table 6 for the results of the analysis. See Figure 6 for the Opening Day post development volumes.
TABLE 6: 2025 OPENING DAY POST DEVELOPMENT CONDITIONS
| INTERSECTION | MOVEMENT | AM Peak Hour LOS | AM Peak Hour Delay (s) | AM Peak Hour v/c Ratio | AM Peak Hour Queue (m)* | PM Peak Hour LOS | PM Peak Hour Delay (s) | PM Peak Hour v/c Ratio | PM Peak Hour Queue (m)* |
|---|---|---|---|---|---|---|---|---|---|
| ISLAND HWY / PRINCE ROBERT DR (EB/WB=ISLAND HWY) | EBTR | A | 0.0 | - | 5.0 | A | 0.0 | - | 3.1 |
| WBLT | B | 10.7 | 0.06 | 26.4 | A | 9.6 | 0.04 | 29.2 | |
| NBLR | F | 86.7 | 0.82 | 29.6 | F | 102 | 0.74 | 21.5 | |
| ISLAND HWY / BURNETT RD (EB/WB=ISLAND HWY) | EBL | A | 9.0 | 0.05 | 10.5 (20) | B | 10.8 | 0.07 | 13.4 (20) |
| EBT | A | 0.0 | - | 9.6 | A | 0.0 | - | 8.3 | |
| WBTR | A | 0.0 | - | 4.6 | A | 0.0 | - | 7.8 | |
| SBLR | E | 37.4 | 0.37 | 13.3 | E | 37.4 | 0.32 | 15.4 | |
| ISLAND HWY / JEDBURGH RD (EB/WB=ISLAND HWY) | EBT | A | 0.0 | - | 6.3 | A | 0.0 | - | 10.9 |
| WBTR | A | 0.0 | - | 2.1 | A | 0.0 | - | 19.9 | |
| SBR | B | 12.9 | 0.05 | 2.3 | C | 19.0 | 0.05 | 3.5 |
*Note: 95th Queues based on SimTraffic results (averaged from five simulation runs); (##) = Existing Storage Length
4.0 2035 10-YEAR HORIZON TRAFFIC CONDITIONS
For the ten-year horizon analysis, 2035 background volumes were obtained using an annual growth rate of 1.2% from 2022 measured volumes. See Figure 7 for 2035 peak hour background volumes.
4.1 2035 BACKGROUND CONDITIONS
2035 background conditions were analyzed for the three study intersections. At Island Highway / Prince Robert Drive, the northbound movement is expected to operate at LOS E in the AM / PM peak hour due to high through volumes on Island Highway.
At Island Highway / Burnett Road, the southbound movement will drop to LOS E / F due to high through volumes on Island Highway in the AM / PM peak hour. This degradation in LOS is based on general Island Highway volume increases with little direct impact from the development.
The intersection of Island Highway / Jedburgh Road will continue to operate at LOS C or better for all movements in the AM and PM peak hours. See Table 7 for the results of the 2035 background analysis.
TABLE 7: 2035 BACKGROUND CONDITIONS
| INTERSECTION | MOVEMENT | AM Peak Hour LOS | AM Peak Hour Delay (s) | AM Peak Hour v/c Ratio | AM Peak Hour Queue (m)* | PM Peak Hour LOS | PM Peak Hour Delay (s) | PM Peak Hour v/c Ratio | PM Peak Hour Queue (m)* |
|---|---|---|---|---|---|---|---|---|---|
| ISLAND HWY / PRINCE ROBERT DR (EB/WB=ISLAND HWY) | EBTR | A | 0.0 | - | 1.3 | A | 0.0 | - | 4.3 |
| WBLT | B | 10.9 | 0.02 | 25.3 | A | 9.6 | 0.01 | 25.0 | |
| NBLR | E | 40.9 | 0.24 | 13.9 | E | 48.6 | 0.26 | 11.4 | |
| ISLAND HWY / BURNETT RD (EB/WB=ISLAND HWY) | EBL | A | 9.1 | 0.05 | 11.8 (20) | B | 11.5 | 0.09 | 15.1 (20) |
| EBT | A | 0.0 | - | 5.9 | A | 0.0 | - | 10.9 | |
| WBTR | A | 0.0 | - | 4.5 | A | 0.0 | - | 11.9 | |
| SBLR | E | 46.3 | 0.46 | 16.5 | F | 55.5 | 0.46 | 18.0 | |
| ISLAND HWY / JEDBURGH RD (EB/WB=ISLAND HWY) | EBT | A | 0.0 | - | 6.2 | A | 0.0 | - | 16.9 |
| WBTR | A | 0.0 | - | 6.2 | A | 0.0 | - | 25.5 | |
| SBR | B | 13.6 | 0.06 | - | C | 21.5 | 0.06 | - |
*Note: 95th Queues based on SimTraffic results (averaged from five simulation runs); (##) = Existing Storage Length
4.2 2035 POST DEVELOPMENT ANALYSIS RESULTS
2035 post development conditions were analyzed by adding the development trips to 2035 background traffic volumes.
At Island Highway / Prince Robert Drive, the northbound movement drops to LOS F in the AM and PM peak hours with the development. The estimated westbound left queues are unacceptable with 48m / 56m in the AM / PM peak hours under the current laning (no left turn lane). A westbound left turn lane should be installed with the development for safety. If a westbound left turn lane was added on Island Highway at Prince Robert Drive, the estimated left queues reduce to 12-13m in the peak hours. At the intersection, the maximum V/C ratio was estimated at 1.02 / 1.09 for the northbound movement in the AM / PM peak hour, which exceeds the general mitigation threshold of 0.95. The northbound delay was estimated at 151 / 227 seconds in the AM / PM peak hour.
At Island Highway / Burnett Road, the southbound movement will operate at LOS F in the AM/PM peak hours. However, additional delays caused by the development will be marginal with 6 seconds in the AM peak hour and 3 seconds in the PM peak hour. The intersection of Island Highway / Jedburgh Road will continue to operate at LOS C or better for all movements in the AM and PM peak hours with the development.
See Table 8 for the results of the 2035 post development analysis. See Figure 8 for 2035 post development volumes.
TABLE 8: 2035 POST DEVELOPMENT CONDITIONS
| INTERSECTION | MOVEMENT | AM Peak Hour LOS | AM Peak Hour Delay (s) | AM Peak Hour v/c Ratio | AM Peak Hour Queue (m)* | PM Peak Hour LOS | PM Peak Hour Delay (s) | PM Peak Hour v/c Ratio | PM Peak Hour Queue (m)* |
|---|---|---|---|---|---|---|---|---|---|
| ISLAND HWY / PRINCE ROBERT DR (EB/WB=ISLAND HWY) | EBTR | A | 0.0 | - | 6.5 | A | 0.0 | - | 3.7 |
| WBLT | B | 11.2 | 0.07 | 48.1 (12) | B | 10.0 | 0.05 | 56.3 (13) | |
| NBLR | F | 151 | 1.02 | 34.5 | F | 227 | 1.09 | 27.6 | |
| ISLAND HWY / BURNETT RD (EB/WB=ISLAND HWY) | EBL | A | 9.2 | 0.05 | 12.2 (20) | B | 11.7 | 0.09 | 15.0 (20) |
| EBT | A | 0.0 | - | 10.5 | A | 0.0 | - | 10.5 | |
| WBTR | A | 0.0 | - | 6.5 | A | 0.0 | - | 9.7 | |
| SBLR | F | 52.5 | 0.50 | 15.9 | F | 58.4 | 0.47 | 20.2 | |
| ISLAND HWY / JEDBURGH RD (EB/WB=ISLAND HWY) | EBT | A | 0.0 | - | 4.9 | A | 0.0 | - | 12.6 |
| WBTR | A | 0.0 | - | 2.6 | A | 0.0 | - | 18.4 | |
| SBR | B | 13.9 | 0.06 | - | C | 21.9 | 0.06 | 1.9 |
*Note: 95th Queues based on SimTraffic results (averaged from five simulation runs); (##) = Existing Storage Length (##) = Estimated queue length with a dedicated left turn lane